超深层黄土滑坡作用下既有隧道结构体系力学特征

孙明磊; 朱永全; 李新志; 何本国

doi:10.3969/j.issn.0258-2724.20200637

超深层黄土滑坡作用下既有隧道结构体系力学特征

doi: 10.3969/j.issn.0258-2724.20200637

孙明磊^{1, 2,},
朱永全^2, ,,
李新志²,
何本国³

1.
石家庄铁道大学土木工程学院，河北石家庄 050043
2.
石家庄铁道大学省部共建交通工程结构力学行为与系统安全国家重点实验室，河北石家庄 050043
3.
东北大学深部金属矿山安全开采教育部重点实验室，辽宁沈阳 110819

基金项目: 国家自然科学基金（51778380）；中国铁路总公司科技研究开发计划课题（2016T002-C）

详细信息

作者简介:
孙明磊（1978—），男，副教授，博士研究生，研究方向为隧道及地下工程，E-mail：sml@stdu.edu.cn

通讯作者:
朱永全（1960—），男，教授，博士生导师，研究方向为隧道及地下工程，E-mail：7935526@163.com

中图分类号: TU455
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- 被引次数: 0
出版历程
- 收稿日期: 2020-09-17
- 修回日期: 2020-11-06
- 网络出版日期: 2020-11-11
- 刊出日期: 2020-11-11

Mechanical Characteristics of Existing Tunnel Structure Affected by Super Deep Loess Landslide

SUN Minglei^{1, 2
,},
ZHU Yongquan^{2
, ,},
LI Xinzhi²,
HE Benguo³

1.
School of Civil Engineering，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
2.
State Key Laboratory of Mechanical Behavior and System Safety of Traffic Engineering Structures，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
3.
Key Laboratory of Ministry of Education on Safe Mining of Deep Metal Mines，Northeastern University，Shenyang 110819，China

摘要

摘要:
黄土地区滑坡灾害频发，滑坡尤其是超深层滑坡对既有隧道结构受力变形有重要影响，隧道滑坡体系变形特性、力学响应一直是学术界和工程界关注的焦点. 以某超深层滑坡地质灾害中的铁路隧道工程为依托，建立了“超深层黄土边坡-滑带-隧道”FLAC3D三维数值模型；利用基于位移突变的局部强度折减法模拟坡体失稳临界状态；针对不同滑带隧道相对位置，揭示了滑坡诱发条件下既有隧道衬砌结构受力及变形特征变化规律，并结合现场实测数据及结构破损情况初步分析了依托工程事故原因. 数值模拟结果显示：当滑带在隧道上方时，受中间围岩“牵动”作用明显，墙脚水平位移最大值27.83 mm；当滑带在隧道下方时，隧道“坐船”作用显著，墙脚水平位移最大值185.61 mm；当隧道位于滑面上方时危险性更高. 实测结果显示：沿纵向隧道位移呈“坐船”状，墙脚水平位移最大值为105.35 mm，小于滑带在隧道下方时工况；依托工程为黄土（粉土）-基岩滑坡，隧道位于滑体内，且滑坡仍处于蠕动状态，还未达到滑动临界状态.
- 隧道 /
- 滑坡 /
- 强度折减法 /
- 衬砌 /
- 力学特征 /
- 变形
Abstract:
Landslide disasters occur frequently in loess area. Landslides, especially super deep landslides, have a significant impact on the stress and deformation of existing tunnel structures. The deformation characteristics and mechanical responses of tunnel-landslide systems are extremely complex and have been the focus of academic and engineering researchers. Based on a railway tunnel project in a super deep landslide geological disaster, a three-dimensional numerical model of the "super deep loess slope-sliding zone-tunnel" system was established using FLAC3D. The local strength reduction method based on displacement mutation was used to simulate the critical state of slope instability, and variation laws of the mechanical and deformation characteristics of the existing lining structure induced by landslide were analyzed for cases of different relative positions between sliding zones and tunnels. In addition, combined with field measurements and structural damage conditions, the causes of engineering accidents were preliminarily analyzed. Numerical simulations indicate that when the sliding zone is above the tunnel, the surrounding rock exerts a significant pulling effect on the tunnel, and the maximum horizontal displacement of 27.83 mm occurs at the wall foot; when the sliding zone is below the tunnel, the tunnel structure has an obvious overall lateral translation, resulting in a maximum horizontal displacement of 185.61 mm at the wall foot. The most dangerous case is when the tunnel is above the sliding surface. The field measurements indicate that the tunnel has an overall lateral translation perpendicular to the longitudinal axis. The maximum translation (105.35 mm) at the wall foot is smaller than the case when the sliding zone locates below the tunnel. Results also show that the selected tunnel project was built in a loess (silt)-bedrock landslide, which is still in a creeping state and has not yet reached the sliding critical state.
- Tunnel /
- landslides /
- strength reduction method /
- lining /
- mechanical characteristics /
- deformation

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图 1 隧道与滑带相对位置关系（单位：m）

Figure 1. Relative position relationship between tunnel and sliding zone (unit：m)

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图 2 测点布置（单位：m）

Figure 2. Layout of measuring points (unit： m)

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图 3 工况1计算模型

Figure 3. Numerical model of case 1

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图 4 基于位移突变的强度逐级折减法分析流程

Figure 4. Analysis flow of stepwise strength reduction method based on displacement mutation

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图 5 折减系数-位移曲线

Figure 5. Reduction factor-displacement relation curves

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图 6 工况1衬砌位移沿纵向分布

Figure 6. Distribution of lining displacements along longitudinal direction in case 1

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图 7 工况2衬砌位移沿纵向分布

Figure 7. Distribution of lining displacements along longitudinal direction in case 2

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图 8 工况2隧道衬砌竖向位移

Figure 8. Vertical displacement of tunnel lining in case 2 (unit： m)

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图 9 工况1隧道衬砌总位移

Figure 9. Total displacement of tunnel lining in case 1

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图 10 工况2隧道衬砌总位移

Figure 10. Total displacement of tunnel lining in case 2

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图 11 工况1断面C应力云图

Figure 11. Stress contour of section C in case 1

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图 12 工况2 断面B应力云图

Figure 12. Stress contour of section B in case 2

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图 13 计算位移与实测结果对比

Figure 13. Comparison of calculated and measured displacements

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图 14 混凝土应力横断面分布（单位：MPa）

Figure 14. Cross-section distribution diagram of concrete stress (unit：MPa)

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表 1 地层及结构物理力学参数

Table 1. Physical parameters of strata and structures

名称	弹性模量 E/MPa	容重 γ/（kN•m⁻³）	内聚力 C/kPa	内摩擦角 Φ/（°）	抗拉强度/kPa	泊松比
黄土 Q3	500	18.0	23.6	25.3	40	0.35
黄土中滑带初始参数	500	18.0	23.6	25.3	40	0.35
粉土	800	20.2	22.4	30.4	40	0.38
粉土中滑带初始参数	800	20.2	22.4	30.4	40	0.38
泥岩	1 100	20.6	30.4	36.1	110	0.35
初期支护	23 000	23.0				0.20
二次衬砌 C40	32 500	25.0				0.20

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表 2 K = 2.96时隧道衬砌位移

Table 2. Displacement of tunnel lining at K = 2.96 mm

工况	位置	方向	测点编号
工况	位置	方向	1	Y2	Y3	Y4	Z2	Z3	Z4	5
1	B	水平	34.15	36.28	32.29	28.33	32.39	26.11	25.01	25.99
		竖向	−14.89	−8.25	−7.17	−6.41	−13.84	−10.66	−9.96	−4.06
		竖向或水平	0.44	0.23	0.22	0.23	0.43	0.41	0.40	0.16
	C	水平	30.11	34.69	30.93	24.77	25.80	16.28	16.53	20.00
		竖向	−37.48	−24.19	−20.31	−18.66	−32.57	−25.42	−23.65	−12.62
		竖向或水平	1.24	0.70	0.66	0.75	1.26	1.56	1.43	0.63
2	B	水平	78.80	78.25	74.54	72.54	80.23	76.08	74.07	72.89
		竖向	−3.60	−0.89	−0.78	−0.13	−6.07	−4.71	−4.11	0.93
		竖向或水平	0.05	0.01	0.01	0.00	0.08	0.06	0.06	−0.01
	C	水平	192.63	192.07	189.05	187.86	194.46	190.94	188.67	187.89
		竖向	−0.59	2.49	2.75	3.28	−4.81	−4.24	−3.73	3.02
		竖向或水平	0.00	−0.01	−0.01	−0.02	0.02	0.02	0.02	−0.02
注：竖向、水平位移分别以z轴正向、x轴正向为正；B、C分别位于Y = 152 m（滑体前端边界）、Y = 328 m（滑体中部）.

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表 3 K = 2.96时典型断面隧道衬砌主应力汇总

Table 3. Summary of principal stresses of tunnel lining with typical section when K = 2.96

工况	断面位置	埋深/m	最大主应力		最小主应力		最大剪应力
工况	断面位置	埋深/m	应力值/MPa	增长率/%	应力值	增长率/%	应力值 /MPa	增长率/%
1	A	179	2.00 （0.29）	590	−10.45 （−8.48）	23	5.05 （4.15）	22
	B		4.32 （0.30）	1340	−14.35 （−8.54）	68	7.14 （4.19）	70
	C		4.88 （0.32）	1425	−21.57 （−8.55）	152	10.56 （4.19）	152
2	A	218	1.91 （0.24）	696	−11.07 （−8.08）	37	5.36 （3.95）	36
	B		9.15 （0.54）	1594	−20.56 （−8.28）	148	12.83 （4.08）	214
	C		1.48 （0.80）	85	−15.86 （−8.38）	89	7.67 （4.19）	83
注：括号中数字为隧道开挖支护后衬砌应力（折减前）；断面 A位于 Y =76 m (滑体外).

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